CN104929373B - Large span Square Steel Tubes Truss and its accumulation slippage construction method - Google Patents
Large span Square Steel Tubes Truss and its accumulation slippage construction method Download PDFInfo
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- CN104929373B CN104929373B CN201510345165.7A CN201510345165A CN104929373B CN 104929373 B CN104929373 B CN 104929373B CN 201510345165 A CN201510345165 A CN 201510345165A CN 104929373 B CN104929373 B CN 104929373B
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Abstract
The present invention discloses the construction method of a kind of large span Square Steel Tubes Truss and its accumulation slippage, large span Square Steel Tubes Truss, including two top booms and two lower booms, top boom and lower boom are parallel to each other, wherein any one top boom is non-coplanar with two lower booms, and top boom is connected with each other with lower boom by many diagonal web members, between top boom and top boom, is all connected with each other by many support bars between lower boom and lower boom, the two ends of top boom are provided with support base, and support base is perpendicular to top boom.The large span Square Steel Tubes Truss of the present invention, it is provided with support base at the two ends of pricncipal rafter, because the hard point of truss is located at the top (top boom) of truss, the whole height after truss construction can be reduced, reducing truss and being limited by construction space is affected, in addition, the stress point of truss drops on support base, when entering line slip, the active force that truss is applied by incremental launching device, and make truss stress deformation, the overall structure of impact truss.
Description
Technical field
The present invention relates to a kind of large span Square Steel Tubes Truss, additionally, further relate to a kind of accumulation of large span Square Steel Tubes Truss
Gliding construction method.
Background technology
Application in technical grade civil buildings for the steel pipe truss in recent years is increasingly extensive, meanwhile, in ocean engineering, bridge work
Also it is widely applied in journey, with the increasingly extensive use of steel pipe truss, the installation span of steel pipe truss also constantly increases,
Setting height(from bottom) is also continuously increased.Additionally, steel pipe truss has lightweight construction, the strong feature of bearing capacity, large span need can be met
Ask, after steel pipe truss construction, steel pipe truss composition component is typically solely subjected to pulling force or pressure；Some long-span steel pipes existing
During truss construction, usually using the lower member (lower boom) of truss as the overall supporting point of truss, but, construct
It is in the restriction to installing space after one-tenth, and the volume of truss itself is typically all excessively huge, meeting that so may be artificial is led
Cause building ceiling height too high, affect integrally-built compactedness and the stability of ceiling；Additionally, truss heavier-weight itself,
Therefore, higher to the Structural strength calls of the supporting point of truss itself.
Traditional truss installa-tion typically adopts the method that scaffold building bracing frame is installed, and sets up scaffold and bracing frame needs
Be used substantial amounts of steel pipe and fastener etc. come in work progress as turnover, and set up scaffold and bracing frame need to spend big
The time of amount, manpower and construction site, so can affect on subsequent construction larger, cause construction cost excessive, therefore, in construction
Technique is maked rapid progress under the new situation, and large-span steel pipe truss engineering can not meet installation need using traditional hanging method
Will.
Content of the invention
The invention provides a kind of large span Square Steel Tubes Truss and its accumulation slippage construction method, in solving the above problems
At least one.
Large span Square Steel Tubes Truss, including two top booms and two lower booms, top boom and lower boom are parallel to each other, its
In any one top boom non-coplanar with two lower booms, top boom is connected with each other with lower boom by many diagonal web members, winds up
It is connected with each other by many support bars between bar and top boom, interconnected by many support bar phases between lower boom and lower boom
Connect, the two ends of top boom are provided with support base.
The large span Square Steel Tubes Truss of the present invention, is provided with support base at the two ends of pricncipal rafter, due to the load of truss
Point is located at the top (two ends of top boom) of truss, therefore, it can the whole height after reducing truss construction, reduces truss and be subject to
The impact that construction space limits, additionally, the stress point of truss drops on support base, when entering line slip, truss is subject to pushing tow
The active force that equipment applies, and make truss stress deformation, the overall structure of impact truss.
In some embodiments, two adjacent diagonal web members collectively constitute the triangle of closing with top boom or lower boom
Shape.Thus, the overall structure of truss can be made more stable.
In some embodiments, many support bars are parallel to each other.Thus, the overall structure of truss can be made more to step up
Gather.
In some embodiments, support base includes two support bars being parallel to each other, wherein one end of a support bar
Vertical is connected on top boom, and the other end is hanging, and one end of another support bar is vertically connected on another top boom, separately
One end is hanging, and the equal chain of free end of two support bars is connected to horizontal supporting plate.
In some embodiments, horizontal supporting plate is provided with multiple bolt connection through holes, and horizontal supporting plate is additionally provided with
Sliding rail baffle plate, sliding rail baffle plate is oppositely arranged the rail groove that Formation cross-section is in " eight " word.Thus, enter line slip in truss
When, the rail groove of " eight " word can have the effect that glide direction is corrected in automatic centering, when reducing truss sliding, sliding rail
The sliding error at two ends.
In some embodiments, support bar side is provided with pushing tow otic placode, and pushing tow otic placode is arranged in pairs and is parallel to each other, top
Ear pushing plate is provided with hinge hole.Thus, when truss carries out thrusting slip, sliding pushing tow can be connected by pushing tow otic placode and set
Standby.
The accumulation slippage construction method of large span Square Steel Tubes Truss, comprises the following steps：
(1), by two truss structures after ground is assembled into single group truss, by the way of two-shipper platform hangs, single group truss is lifted
To on sliding rail so that the support at first group of single group truss two ends is located on sliding rail, and ensure the position of support base
Leave enough spaces to accommodate sliding incremental launching device with the end face of sliding rail；
(2), sliding incremental launching device is fixed on sliding rail, and the hydraulic jack of sliding incremental launching device is connected to
On the support base of one group of single group truss, open the sliding incremental launching device at first group of single group truss two ends, by first group of single group simultaneously
One wheelbase of truss sliding；
(3), lift second group of single group truss to sliding rail, by first group of single group truss and second group of single group truss
Adjacent top boom is connected in a welding manner using secondary member so that first group of single group truss and second group of single group truss are formed
One entirety, starts sliding incremental launching device by first group of single group truss and one wheelbase of second group of single group truss sliding simultaneously；
(4), the operation of repeat step (3), until after the completion of last group single group truss connects, will using hydraulic jack
The truss group entirety lifting that sliding completes, so that truss group leaves sliding rail, sliding rail is removed；
(5), by unified for hydraulic jack unloading, the height of each unloading of hydraulic jack should be consistent, until purlin
Till the overall weight of frame group is carried in concrete bearing.
The large span Square Steel Tubes Truss that the present invention adopts adopts the construction method of accumulation slippage, does not need in work progress
Set up scaffold and bracing frame, it can thus be avoided substantial amounts of steel pipe and fastener etc. are used come conduct turnover in work progress
And the waste causing on construction period, financial resources and construction site, reach the purpose saving construction cost.
In some embodiments, in step (2), (3), the speed of single group truss sliding is less than 5m/s, sliding rail
The sliding deviation at road two ends is less than 30mm, after sliding incremental launching device completes the sliding of a stroke, need to check single group truss two
Whether the skidding distance at end is consistent.Thus, it is possible to control within 5m/s sliding velocity, single group truss can be prevented in sliding
During cause to collect together it can be ensured that the safety of truss sliding, the sliding deviation at sliding rail two ends is less than 30mm, permissible
The concordance of sliding rate ensureing single group truss two ends is it can be ensured that the stationarity of single group truss sliding.
In some embodiments, step (2), in (3), sliding incremental launching device mobile to the concrete leaving pre-embedded bolt
During the position of bearing, the hydraulic jack of hydraulic pushing equipment is kept to be in elongation state, by hydraulic jack from sliding incremental launching device
On pull down, and make hydraulic jack shrink, in the suitable track both sides weld fixture apparatus of the free end position of hydraulic jack, by hydraulic pressure
Oil cylinder free end is connected with fixing device, starts sliding.Thus, it is possible to solve sliding incremental launching device when through pre-embedded bolt,
By pre-embedded bolt interference so that sliding incremental launching device can not be normally by leaving the sliding rail of pre-embedded bolt position.
In some embodiments, also include the step that the lower boom of truss is removed after step (5).Thus, will slide
The lower boom of the truss group after the completion of shifting is removed, and can mitigate the overall weight of truss group, thus alleviating truss group stress point
Load-bearing burden.
Brief description
Fig. 1 is the structural representation of the large span Square Steel Tubes Truss of one embodiment of the invention；
Fig. 2 is large span Square Steel Tubes Truss Section A-A schematic diagram shown in Fig. 1；
Fig. 3 is large span Square Steel Tubes Truss B partial enlarged drawing shown in Fig. 1；
Fig. 4 is large span Square Steel Tubes Truss shown in Fig. 1 and sliding rail fit structure schematic diagram；
Fig. 5 is large span Square Steel Tubes Truss sliding rail baffle plate shown in Fig. 1 and horizontal supporting plate attachment structure schematic diagram；
Fig. 6 two-shipper platform lifts the schematic diagram of single group truss；
Fig. 7 is the attachment structure schematic diagram of sliding incremental launching device, sliding rail and single group truss；
Fig. 8 is to be illustrated the attachment structure of hydraulic jack during the entirety lifting of truss group and truss group using hydraulic jack
Figure；
Fig. 9 completes to remove the attachment structure schematic diagram of truss group and beams of concrete after sliding rail for sliding.
Specific embodiment
The present invention is further detailed explanation below in conjunction with the accompanying drawings.
Fig. 1 to Fig. 5 schematically shows the large span Square Steel Tubes Truss of one embodiment of the invention.
As shown in Figures 1 and 2, large span Square Steel Tubes Truss includes 1, two lower booms 2 of two top booms, two top booms
1 is mutually parallel with two lower booms 2, and any one top boom 1 is non-coplanar with two lower booms 2, top boom 1 with wind up
All it is connected with each other by many support bars 4 between bar 1 or between lower boom 2 and lower boom 2, adjacent support bar 4 is parallel to each other,
The two ends of top boom 1 are provided with support base 5, and support base 5 passes through many diagonal web members 3 perpendicular to top boom 1, top boom 1 with lower boom 2
It is connected with each other, adjacent diagonal web member 3 and top boom 1 collectively constitute the triangle of closing, or, adjacent diagonal web member 3 and lower boom 2
Collectively constitute the triangle of closing.
As shown in Figures 1 and 2, in the present embodiment, support bar 4 collectively constitutes one with diagonal web member 3 along the end on projection of truss
Individual rectangle structure, top boom 1 is located at this rectangular four corner respectively with the projection of lower boom 2.In other embodiments
In, support bar 4 and diagonal web member 3 can also be trapezoidal or parallelogrames along the end on projection of truss, top boom 1 and lower boom 2
Projection also respectively be located at this trapezoidal or parallelogram four corner.
As shown in Figure 3 and Figure 5, support base 5 is respectively provided at the two ends of truss, and support base 5 includes two vertical support bars 51,
One end of wherein one vertical support bar 51 is weldingly fixed on top boom 1, and the other end is hanging, this vertical support bar 51 with wind up
Bar 1 is mutually perpendicular to, and one end of another vertical support bar 51 is weldingly fixed on another top boom 1, and the other end is hanging, supports
The free end of bar 51 is welded with horizontal supporting plate 52, and horizontal supporting plate 52 is provided with multiple threaded through holes (not shown), water
The lower surface of flat gripper shoe 52 is fixedly connected with sliding rail baffle plate 55, and sliding rail baffle plate 55 sets relatively along horizontal supporting plate 52
Put, and along horizontal supporting plate 52 end on projection be in "eight" shape.In other embodiments, the lower surface of horizontal supporting plate 52 is also
Connecting plate 53 can be provided with, the mode that connecting plate 53 is threaded connection is fixedly connected with horizontal supporting plate 52, sliding rail baffle plate
52 are located on the lower surface of connecting plate 53.
As shown in Figure 3 and Figure 4, the side of vertical support bar 51 is welded with pushing tow otic placode 54, and pushing tow otic placode 54 is oppositely arranged
And be parallel to each other, it is provided with hinge hole (not shown) in the corresponding position of pushing tow otic placode, can be with incremental launching device by this hinge hole
Hydraulic jack be connected；Truss passes through support base 5 integral erection on sliding rail 7, and sliding rail 7 is then laid on concrete
On bearing 8, now, the overall weight of truss is carried on sliding rail 7 by the support base 5 of both sides.
The large span square tube truss of the present invention, in construction, using the method for accumulation slippage, comprises the following steps that：First,
Complete the assembly welding work of single group truss on ground, the single group truss being previously mentioned in this method is aforementioned described large span
Square tube truss, single group truss is typically formed by two single product truss assemblings, after the completion of single group truss assembling, carries out first group of single group
The lifting of truss, as shown in fig. 6, hung using two-shipper platform single group truss 200 is lifted on sliding rail, the mistake hung in two-shipper platform
Cheng Zhong, for can be more than the consideration of two crane 100 air line distances to single group truss 200 span it should by mutual for crane 100 mistake
Single group truss 200, before formal lifting, is first transferred from bottom surface 500mm by position, as examination lifting, to determine rising of single group truss 200
Suspension centre, after examination lifting operates steadily, is formally lifted, during lifting, needing avoiding having constructed finish mixed
Solidifying soil batter post, simultaneously, it is to avoid single group truss 200 collides the large arm of crane 100, drops down onto sliding when single group truss 200 will hang
When on track, should in advance the drop point site of single group truss be labeled on sliding rail and beams of concrete, in order to single group truss
The support base at 200 two ends can successfully drop in drop point site, completes the lifting of first group of single group truss 200.
Leave between sliding rail and single group truss enough additionally, should be guaranteed that in the selection of single group truss drop point site
Space arranging incremental launching device, generally, the drop point site on sliding rail of single group truss is apart from sliding rail
Length be not less than 2.5m.
After on first group of single group truss lifts to the drop point site of sliding rail, start first group of single group truss is carried out
Thrusting slip, it should arrange size coding on the beams of concrete of laying sliding rail before sliding, and ensures size coding
High-visible, to facilitate monitoring personnel to understand sliding velocity and the skidding distance of single group truss, then, mounting slip pushing tow in real time
Equipment, as shown in fig. 7, the fixing device 92 of sliding incremental launching device 9 is fixed on sliding rail 10 so that fixing device 92 with
Sliding rail 10 geo-stationary, the hydraulic jack 91 of sliding incremental launching device 9 is connected the pushing tow ear of the support base 5 to single group truss
On plate 54, now should be guaranteed that hydraulic jack 91 is in contraction state, after the completion of connection, debugging sliding incremental launching device 9 whether may be used
Run with normal, debugging starts sliding, because the sliding incremental launching device 9 at single group truss two ends is simultaneously to single group truss after finishing
Enter line slip, sliding rate should control within 5m/s, beats to ensure that single group truss will not produce in slipping,
The skidding distance deviation of sliding rail both sides cannot be greater than 30mm, is taken off with the sliding rail baffle plate avoiding the support base of single group truss
From sliding rail so that support base deviates sliding rail.
When hydraulic jack 91 sliding of sliding incremental launching device 9 completes a stroke, testing staff should be to single group truss
The skidding distance at two ends is detected, judges whether the skidding distance at single group truss two ends is consistent, the like, sliding pushing tow sets
Standby 9 slidings often completing a stroke, are required for the skidding distance at single group truss two ends being detected and checking, single group truss
The sliding rate that the sliding incremental launching device at two ends is consistent.
As shown in fig. 7, when sliding onto the position of pre-embedded bolt 11 in concrete bearing when sliding incremental launching device 9, being subject to
The interference of pre-embedded bolt 11, the fixing device 92 of sliding incremental launching device 9 can not successfully be passed through from pre-embedded bolt 11, this
When it should the fixing device 92 of sliding incremental launching device 9 is removed, only retain hydraulic jack 91 and the support base 5 of single group truss
Pushing tow otic placode 54 keeps connecting, and hydraulic jack 91 is recovered to contraction state, with the corresponding sliding of hydraulic jack 91 other end
Interim steel plate (not shown), as fixing point, is welded to replace sliding incremental launching device on this fixing point position in position on track
9 fixing device 92, hydraulic jack 91 is connected to interim steel plate, after completing the sliding of a stroke, by hydraulic jack 91
Depart from interim steel plate, then hydraulic jack 91 is return, now the position of sliding incremental launching device 9 has moved away from pre-embedded bolt
11, therefore, it can again be connected fixing device 92 with hydraulic jack 91.
When first group of single group truss sliding completes a wheelbase (in the present embodiment, wheelbase is 11m), proceed by second
The assembling of group single group truss and lifting, the assembling of the assembling of second group of single group truss and the method for lifting and first group of single group truss
Similar with hanging method.
After second group of single group truss lifts to sliding rail, first group of single group truss and second group of single group truss is upper
Chord member is fixedly connected in a welding manner using scheme pipe, is connected secondary member to two groups using high-strength bolt meanwhile
Between the top boom of single group truss, after the completion of connection, using sliding incremental launching device 9 simultaneously by two groups of single group truss sliding one simultaneously
Individual wheelbase, follow-up single group truss is repeated in above-mentioned steps, until last group single group truss sliding completes, formation one is complete
Whole truss group structure.
As shown in figure 8, welding temporary steel between the vertical support bar 51 of the support base of each single group truss of truss group
Beam 13, hydraulic jack 14 between concrete bearing 8 and interim girder steel 13, when hydraulic jack 14 is pushed outwardly, truss
The overall weight of group will be carried on interim girder steel 13, and with this, hydraulic jack is by the entirety lifting of truss group so that truss group
Support base away from sliding rail 7, in order to sliding rail 7 is removed from concrete bearing 8.
After sliding rail 7 is removed from mixed mud bearing 8 and finished, by unified for hydraulic jack 14 unloading, hydraulic jack
The height of each unloading on top should be consistent, to guarantee the stress equalization of truss group, until the support base of truss group drops to
In concrete bearing 8, then hydraulic jack 14 is removed, the spiral shell as shown in figure 9, now, on the horizontal supporting plate of support base 5
Tether connection hole to match with the pre-embedded bolt 11 in the concrete bearing 8 on concrete batter post 12, using nut by water
Flat gripper shoe is fastened with pre-embedded bolt.
After the completion of above-mentioned fastening work, the lower boom of truss group and interim girder steel are removed, due to the lower boom of truss group
It is fixedly connected by the way of welding between diagonal web member, to ensure the structural strength in lifting and sliding for the single group truss, because
Diagonal web member is removed by the way of segmentation cutting by paragraph by paragraph, and retain material between diagonal web member and lower boom junction point not by
Cut away, to ensure the bonding strength between diagonal web member and diagonal web member.
Below for large span put tubular truss using accumulation slippage construction method with constructed using setting up steel pipe scaffold
Platform when assembly method compares, the advantage in economic benefit：
Traditional method is using setting up support body Construction of Supporting：
Scaffolding steel pipe, fastener rental charge：1000 tons × 3.2 yuan × 45 days+220000 × 0.008 yuan × 45 days=
22.32 ten thousand yuan
Scaffold building and dismounting labour cost：30 people × 30 day × 100 yuan=7.2 ten thousand yuan
The expenses such as plant equipment：1,000,000 yuan of ten thousand yuan of 80000 yuan × 5+3 × 20 day
Sliding construction:
Expense set up by crosshead:140 tons × 3.2 yuan × 30 days+30000 × 0.008 yuan × 30 days=2.0640 ten thousand yuan
Steel pipe depreciation cost:3000 yuan × 2 tons=0.6 ten thousand yuan
Mechanical stage student contributions pooled to pay for class activities：6 × 30,000 yuan=180,000 yuan
Sliding expense：150000 yuan+5 ten thousand yuan=200,000 yuan
Saving fund:Traditional method is using setting up support body support-steel pipe temporary support=100+22.32+7.2-0.6-18-
20-2.1=88.82 ten thousand yuan
By comparing above as can be seen that large span puts the construction method using accumulation slippage for the tubular truss compared to using setting up
Steel pipe scaffold does operation platform assembly method, has obvious economic benefit advantage.
Above-described is only some embodiments of the present invention.For the person of ordinary skill of the art, not
On the premise of departing from the invention design, some deformation can also be made and improve, these broadly fall into the protection model of the present invention
Enclose.
Claims (7)
1. large span Square Steel Tubes Truss is it is characterised in that include two top booms (1) and two lower booms (2), described top boom
(1) it is parallel to each other with lower boom (2), wherein any one top boom (1) is non-coplanar with two lower booms (2), top boom (1) leads to
Excessive root diagonal web member (3) is connected with each other with lower boom (2), passes through many horizontal support bars between top boom (1) and top boom (1)
(4) it is connected with each other, be connected with each other by many horizontal support bars (4) between lower boom (2) and lower boom (2), described top boom
(1) two ends are equipped with support base (5)；Described support base (5) two vertical support bars (51) being parallel to each other of inclusion, wherein one
Vertical being connected on top boom (1) in one end of the vertical support bar of root (51), the other end is hanging, another vertical support bar (51)
One end be vertically connected on another top boom (1), the other end is hanging, and the free end of two vertical support bars (51) is all connected with
There is horizontal supporting plate (52), described horizontal supporting plate (52) is provided with multiple bolt connection through holes, described horizontal supporting plate (52)
On be additionally provided with sliding rail baffle plate (55), described sliding rail baffle plate (55) be oppositely arranged Formation cross-section be in " eight " word track
Groove, described support bar side is provided with pushing tow otic placode (54), and described pushing tow otic placode (54) is arranged in pairs and is parallel to each other, described pushing tow
Otic placode (54) is provided with hinge hole.
2. large span Square Steel Tubes Truss according to claim 1 it is characterised in that adjacent two diagonal web members (3) with upper
Chord member (1) or lower boom (2) collectively constitute the triangle of closing.
3. large span Square Steel Tubes Truss according to claim 2 is it is characterised in that described many horizontal support bar (4) phases
Mutually parallel.
4. utilize the tired of the large span Square Steel Tubes Truss of large span Square Steel Tubes Truss described in any one in claim 1～3
Long-pending gliding construction method is it is characterised in that comprise the following steps：
(1), by two truss structures after ground is assembled into single group truss, by the way of two-shipper platform hangs, single group truss is lifted into cunning
Move on track so that the support at first group of single group truss two ends is located on sliding rail, and ensure position and the cunning of support base
The end face moving track leaves enough spaces to accommodate sliding incremental launching device；
(2), incremental launching device is fixed on sliding rail, and the hydraulic jack of incremental launching device is connected to first group of single group truss
Support base on, open the sliding incremental launching device at first group of single group truss two ends by one axle of first group of single group truss sliding simultaneously
Away from；
(3), lift second group of single group truss to sliding rail, first group of single group truss and second group of single group truss is adjacent
Top boom connected in a welding manner using secondary member so that first group of single group truss and second group of single group truss form one
Overall, start sliding incremental launching device by first group of single group truss and one wheelbase of second group of single group truss sliding simultaneously；
(4), the operation of repeat step (3), until after the completion of last group single group truss connects, using hydraulic jack by sliding
The truss group entirety lifting completing, so that truss group leaves sliding rail, sliding rail is removed；
(5), by unified for hydraulic jack unloading, the height of each unloading of hydraulic jack should be consistent, until truss group
Overall weight be carried in concrete bearing till.
5. method according to claim 4 is it is characterised in that in step (2), (3), the sliding velocity of single group truss is not
More than 5m/s, the sliding deviation of sliding rail both sides is less than 30mm, after sliding incremental launching device completes the sliding of a stroke, needs
Check whether the skidding distance at single group truss two ends is consistent.
6. method according to claim 5 is it is characterised in that in step (2), (3), sliding incremental launching device movement is to coagulation
When native bearing leaves the concrete bearing position of pre-embedded bolt, the hydraulic jack of sliding incremental launching device is kept to be in elongation state,
Hydraulic jack is pulled down from sliding incremental launching device, and so that hydraulic jack is shunk, in the suitable rail of the free end position of hydraulic jack
Road both sides weld fixture apparatus, hydraulic jack free end is connected with fixing device, starts sliding.
7. the method according to any one of claim 4 to 6 is it is characterised in that also include truss group after step (5)
Lower boom remove step.
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| CN2409232Y (en) * | 2000-01-28 | 2000-12-06 | 三卓工程顾问有限公司 | Combined truss |
| JP2002167710A (en) * | 2000-11-30 | 2002-06-11 | Nkk Corp | Steel pipe joint structure and pipe truss bridge construction method |
| CN101050659A (en) * | 2006-04-03 | 2007-10-10 | 杨峰 | Large span combined truss |
| CN201087506Y (en) * | 2007-09-06 | 2008-07-16 | 杨峰 | Self-bearing type mould base of composite truss building roof |
| CN101725255A (en) * | 2009-11-13 | 2010-06-09 | 高申甫 | Segmental slipping and assembling process of overhead large-span steel structure |
| CN103726612A (en) * | 2014-01-23 | 2014-04-16 | 长安大学 | PBL stiffening rectangular steel tube concrete space truss |
| CN103821372A (en) * | 2014-02-26 | 2014-05-28 | 中天建设集团有限公司 | Method for installing trusses with different heights |
| CN204001416U (en) * | 2014-07-22 | 2014-12-10 | 河南天丰钢结构建设有限公司 | For the assemble type truss of the factory building of constructing |
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2015
- 2015-06-19 CN CN201510345165.7A patent/CN104929373B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2409232Y (en) * | 2000-01-28 | 2000-12-06 | 三卓工程顾问有限公司 | Combined truss |
| JP2002167710A (en) * | 2000-11-30 | 2002-06-11 | Nkk Corp | Steel pipe joint structure and pipe truss bridge construction method |
| CN101050659A (en) * | 2006-04-03 | 2007-10-10 | 杨峰 | Large span combined truss |
| CN201087506Y (en) * | 2007-09-06 | 2008-07-16 | 杨峰 | Self-bearing type mould base of composite truss building roof |
| CN101725255A (en) * | 2009-11-13 | 2010-06-09 | 高申甫 | Segmental slipping and assembling process of overhead large-span steel structure |
| CN103726612A (en) * | 2014-01-23 | 2014-04-16 | 长安大学 | PBL stiffening rectangular steel tube concrete space truss |
| CN103821372A (en) * | 2014-02-26 | 2014-05-28 | 中天建设集团有限公司 | Method for installing trusses with different heights |
| CN204001416U (en) * | 2014-07-22 | 2014-12-10 | 河南天丰钢结构建设有限公司 | For the assemble type truss of the factory building of constructing |
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